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International Journal of Latest Research in Engineering and Technology (IJLRET)
ISSN: 2454-5031
www.ijlret.com || Volume 03 - Issue 12 || December 2017 || PP. 41-54
www.ijlret.com 41 | Page
Mineral Admixtures for High Performance GGBS Concrete
Rohini I1, B. Suganya Devi
2
1(Department of civil, Jeppiaar SRR Engineering College, India)
2(Department of civil, Jeppiaar SRR Engineering College, India)
Abstract: Cement is a binding material or substance that sets and harderns independently and can bind other
materials together. The word cement traces to the romans who used the term opus caementicium to describe
masonry resembling modern concrete. GGBS (Ground Granulated Blast furnace Slag).It is obtained by
quenching molten iron slag a product of iron and steel making. It is obtained from steel furnace and the waste
liberated is called as GGBS. It has the character to bind materials together as in the case of cement in cement
concrete. Therefore, it may be possible to replace cement by GGBS in concrete making such an approach will
help to reduce the cement requirements in construction industry. Hence, a study was under taken to investigate
the possibility of replacing cement by GGBS without having the compressive strength. Different proportions of
replacement such as 30%, 50% and 70% of cement by GGBS have been attempted and the results are presented
here. Chemical admixture by adding super plasticizer to increase the initial setting time by using the chemical
B233, ACE30IT
Keywords: Concrète, GGBS, Admixture, Super Plasticizer, Compressive Strength,
1. INTRODUCTION
1.1. Introduction
Concrete is being used for all major constructions, like dams, towers, water tanks, houses, roadways,
and railway sleepers etc. Long-term performance of structures has become vital to the economies of all nations.
Concrete has been the major instrument for providing stable and reliable Infrastructure. Deterioration, long term
poor performance, and inadequate resistance to hostile environment, coupled with greater demands for more
sophisticated architectural form, led to the accelerated research into the microstructure of cements and concretes
and more elaborate codes and standards. As a result, new materials and composites have been developed and
improved cements evolved. One major remarkable quality in the making of high performance concrete (HPC) is
the virtual elimination of voids in the concrete matrix, which are mainly the cause of most of the ills that
generate deterioration. Recently, composites are fastly replacing the conventional concrete. With many major
developments in concrete industry, the waste material utilization in the manufacturing of concrete, being used as
a replacement material for the ingredients, is also growing. India has an enormous growth in the steel industries
and copper industries. The Following are major by products in these industries. Ground granulated blast furnace
slag (GGBS) - a by-product in the manufacture of iron in steel industry.
Concrete is the most widely used construction material in India with annual consumption exceeding
100 Mm3. It is well known that conventional concrete designed on the basis of compressive strength does not
meet many functional requirements such as impermeability, resistance to frost and thermal cracking adequately.
Conventional Portland cement concrete is found deficient in respect of: Durability in severe environs (Shorter
service life and require maintenance); time of construction (longer release time of forms and slower gain of
strength); energy absorption capacity (for earthquake-resistant structures); and repair and retrofitting jobs High
performance concrete (HPC) successfully meets the above requirement. HPC is an engineered concrete
possessing the most desirable properties during fresh as well as hardened concrete stages. HPC is far superior to
conventional cement concrete as the ingredients of HPC contribute most optimally and efficiently to the various
properties. High performance concrete (HPC) is a specialized series of concrete designed to provide several
benefits in the construction of concrete structures that cannot always be achieved routinely using conventional
ingredients, normal mixing and curing practices. In other words, a high performance concrete is a concrete in
which certain characteristics are developed for a particular application and environment so that it will give an
excellent performance in the structure in which it will be placed, in the environment to which it will be exposed,
and with the loads to which it will be subjected during its design life. It includes concrete that provides either
substantially improved resistance to environmental influences (durability in service) or substantially increased
structural capacity while maintaining adequate durability. It may also include concrete, which significantly
reduces construction time without compromising long-term serviceability. While high strength concrete, aims at
enhancing strength and consequent advantages owing to improved strength, the term high-performance concrete
(HPC) is used to refer to concrete of required performance for the majority of construction applications.
International Journal of Latest Research in Engineering and Technology (IJLRET)
ISSN: 2454-5031
www.ijlret.com || Volume 03 - Issue 12 || December 2017 || PP. 41-54
www.ijlret.com 42 | Page
The American Concrete Committee on HPC includes the following six criteria for material selections,
mixing, placing, and curing procedures for concrete.
(i) Ease of placement;
(ii) Long term mechanical properties;
(iii) Early-age strength
(iv) Life in severe environments;
(v) Volumetric stability.
(vi) Toughness
The above-mentioned performance requirements can be grouped under the following three general categories.
(i) Attributes that benefit the construction process
(ii) Attributes that lead to enhanced mechanical properties
(iii) Attributes that enhance durability and long-term performance
1.2. Scope of study
The Experimental investigation is planned as under.
To obtain Mix proportions of Control concrete by IS 10262 method
To conduct Compression test on GGBS and Control concrete on
Standard IS Specimen size 150 x 150 x 150 mm.
Compared to ordinary Portland cement the ground granulated blast furnace slag has the following.
Advantages:
High resistance to chemical attack.
Low heat of hydration.
High early strength and continued strength development.
High workability and control of slump.
Low water binder ratio.
Low bleeding and plastic shrinkage.
1.3. Objectives of study
The following are the objectives:
(i) to investigate the possibility of replacing cement by GGBS; and
(ii) to study the influence of mineral admixtures in the performance of the above concrete.
2. Methodology 2.1. Properties of Aggregates
The aggregate used in manufacturing of concrete should be free from debris, fungi and chemical attack.
It place a vital role in concrete, so it should be durable, angular and sharp edges then only it gives a rich mix
concrete and good workability. Then well graded aggregates are controlled the maximum voids and minimizing
the cement content and it leads to good concrete with high strength, economy, low shrinkage and greater
durability.
Physical Properties of Aggregates
Particle Shape and Texture
The physical characteristics such as shape, texture and roughness of aggregate significantly influence the
workability of fresh concrete, bond between the aggregate and mortar phase(As per IS 2386-part: 111-1963). In
general there are four categories namely rounded, irregular, angular and flaky (Table 3.1).
Table 2.1 Visual characteristics of material
Sl.No. Material Visualization Shape
1 Natural river sand Smooth surface Angular and
round edges
2 Coarse aggregate Round surface Irregular and
Sharpe edges
Grading of aggregate
International Journal of Latest Research in Engineering and Technology (IJLRET)
ISSN: 2454-5031
www.ijlret.com || Volume 03 - Issue 12 || December 2017 || PP. 41-54
www.ijlret.com 43 | Page
The particle size distribution of an aggregate as determined by sieve analysis is termed as grading of
aggregate (As per IS 2386-Part 111-1963). If all the particles of an aggregate are of uniform size, the compacted
mass will contain more voids; whereas aggregate comprising particles of various sizes will give a mass contains
lesser voids. The particle size distribution of a mass of aggregate should be such that the smaller particles fill the
voids between the larger particles. The proper grading of an aggregate produces a dense concrete and needs less
quantity of fine aggregate, cement paste. Therefore it is essential that the coarse aggregate and fine aggregate be
well graded to quality of concrete. The grading of an aggregate is expressed in terms of percentage by weight
retained or passing percentage through a series of sieves (Table 3.2) taken in order of 4.75 mm, 2.00mm, 1.00
mm, 0.600 mm, 0.425 mm, 0.300 mm and 0.150 mm, pans for fine aggregate and 20 mm, 12.5 mm, 10 mm,
4.75 mm and 2.00 mm pans for coarse aggregate.
Fineness Modulus
By the particle size distribution of an aggregate to calculate the fineness modulus value (As per IS 386-
Part III – 1963). The fineness modulus value gives an idea of the mean size of the particles present in the
aggregates. The object of finding the fineness value is to grade the aggregate for the most economical mix for
the required strength and workability with minimum quantity of cement. If the tested aggregate gives higher
fineness modulus means the mix will be harsh and of gives a lower fineness modulus, it gives an economic mix.
For workability, a coarse aggregate requires less W/C ratio.
Fineness modulus of natural river sand : 2.63
Fineness modulus of coarse aggregate : 8.65
Specific Gravity
It is defined as the ratio of the mass of void in a given volume of sample to the mass of an equal
volume of water at the same temperature (As per IS 2386- Part: III – 1963). If the volume of aggregates includes
the voids, the resulting specific gravity is called as “apparent specific gravity”, it refers the volume of aggregate
includes impermeable voids. The specific gravity most frequently and easily determine and it is based on the
saturated dry condition of the aggregate because the water absorbed aggregate in the pores of the aggregate does
not take part in the chemical reaction of the cement. Therefore it is considered as a part of the aggregate. The
specific gravity is required for the calculation of the yield of concrete or the required quantity of aggregate for
the given volume of concrete.
Specific gravity of natural river sand : 2.60
Specific gravity of coarse aggregate : 2.83
Bulk Density
The mass of the material in given volume and it is expressed in kg/lit (As per IS 2386-Part: III – 1963).
The bulk density of aggregates depends upon how densely the aggregate is packed in the measured volume. The
factors affecting bulk density are particle shape, size, grading of aggregates and moisture content. The bulk
density value can be used for judge the quality of aggregates by comparing with normal density. And it also
required for converting proportions by weight into the proportion by volume. Density of natural granite is 2700
kg/m3.Bulk density (𝛾) = net weight of the aggregate in kg / volume of sand
(Ref. Table 2.3).
Table 2.2 Bulk density of aggregate
Sl.
No.
Property Natural river sand Coarse aggregate
1 Bulk
density(kg/m3)
Loose
State
Compacted
State
Loose
State
Compacted
state
2 1.825 2.095 1.655 1.955
Percentage of Voids in Aggregate
The empty space between the aggregate particles is termed as “voids”. It is the difference between the
aggregate mass and volume occupied by the particles alone.(Table 2.3).
Percentage of voids = (Gs-𝛾) / Gs) x 100
Table 2.3 Percentage of voids in aggregates
Sl.
No.
Property Natural River
Sand
1 % of voids 22%
Water Absorption
International Journal of Latest Research in Engineering and Technology (IJLRET)
ISSN: 2454-5031
www.ijlret.com || Volume 03 - Issue 12 || December 2017 || PP. 41-54
www.ijlret.com 44 | Page
The permeability and absorption affect the bond between the aggregate and cement paste (As per IS
2368 - - Part III – 1963). The aggregate which is saturated in water but it contains no surface free moisture is
termed as “saturated surface dry aggregate”. If the aggregate is dried in an oven at 150o c to a constant weight
before being immersed in water for 24 hours, the absorption is referred to an oven dry basis. On the other hand,
the percentage of water absorbed by an air dried aggregate, when it is immersed in water for 24 hours is termed
as “absorption of aggregate” (air dry basis) the knowledge of the absorption of an aggregate is important for
concrete mix design.(Table 2.4).
Table 2.4 Percentage of absorption of aggregates
Sl.
No.
Property Natural river sand Coarse
aggregate
1 % of Absorption 0 .94 0.54
Chemical Properties of Aggregates
The rocks which contain reactive constituents include traps, andesitic, hyalites, siliceous limestone and
certain types of sand stones. The reactive constituents may be in the form of opals, cheers, chalcedony, volcanic
glass and zeolites etc., the reaction starts with attacks on the reactive siliceous minerals in the aggregate by the
alkaline hydroxide derived from the alkalis cement. The lime stones and dolomites containing chart nodules
would be high reactive and stone contain silica minerals like chalcedony, crypto to microcrystalline quartz and
opal are formed to be reactive. Geographically India has very extensive deposits of volcanic rocks. The
aggregates from these rocks should be studied continuously, some type of aggregates which contain reactive
silica in particular proposition and particular fineness are found to exhibit tendencies for alkali aggregate
reaction. It is possible to reduce its tendency by alerting either the proposition of reactive silica or its fineness.
Table 2.5 presents the chemical properties of an aggregate.
Table 2.5 Percentage chemical composition in aggregate
Sl.
No.
Property Natural fine aggregate
Aggregate
Coarse aggregate
Aggregate
1 Silica (SiO2)
90.0 – 95.0 65.48 - 65.50
2 Iron (Fe2O2)
2.682 - 8.25 5.78 - 6.54
3 Titanium(TiO2)
-- 1.10 - 1.31
4 Aluminum(Al2O3) 0.005 - 0.010 16.12 - 19.10
5 Calcium (CaO)
-- 4.10 - 4.92
6 Magnesium(MgO) 0.02 2.00 - 2.78
7 Sodium(Na2O)
0.00 0.00 - 0.78
8 Potassium(K2O) 0.00 3.10 - 3.78
Properties of Water
Water is an important ingredient of concrete as it actively participates in the chemical reactions with
cement. The strength of cement concrete comes mainly from the binding action of the hydration of cement get
the requirement of water should be reduced to the required chemical reaction of un-hydrated cement as the
excess water would end up in only formation undesirable voids (or) capalirreies in the hardened cement paste in
the hardened cement paste in concrete The suitable for drinking, but they are not good for cement concrete, as
the sugar wood adversely affect the hydration process. The limits of the content of water have to be determined
from the following considerations. Therefore, attention is required to see that the initial hydration rate of cement
should not be significantly affected; and The salt in water would not interface with the development of strength
of later ages. Apart from the strength considerations, the durability characteristics such as porosity, degree
resistance to diffusion of CO2, CaSO4, moisture, Oxygen, etc., should also be investigated after specified curing
period. Table 2.6 Presents the percentage of particles present in water.
International Journal of Latest Research in Engineering and Technology (IJLRET)
ISSN: 2454-5031
www.ijlret.com || Volume 03 - Issue 12 || December 2017 || PP. 41-54
www.ijlret.com 45 | Page
Table 2.6 Percentage of particles present in water
Sl.
No.
Particles Values(mg/lit) % of Particles Standard
values
1 PH
6.5 - 6.7 6.5 - 6.7 6.5 – 8.0
2 Organic
Nil Nil 0.02
3 Inorganic
300 0.30 0.30
4 Sulphates
200 0.02 0.05
5 Alkali chlorides
78 0.078 0.10
Properties of cement
Cement used in the experimental work is Ordinary Portland cement conforming to IS: 269 -1987.
The Ordinary Portland cement was classified into three grades, 33 grade, 43 grade and 53 grade depending upon
the strength of the cement at 28 days when tested as per IS 4031-1988 are given in Table 2.7.
Table 2.7Properties of cement
Sl.
No.
Properties of a cement Value
1 Specific gravity 3
2 Fineness 97.80
3 Initial setting time 68 minutes
4 Final setting time 9 hours 28 minunits
5 Standard consistency 30%
6 Compressive strength 54.28 N/mm2
Mineral admixtures
The ground granulated blast furnace slag (GGBS) has been used widely as supplementary cementitious
materials in high performance concrete. Thes mineral admixtures reduce the permeability of concrete to carbon
dioxide (CO2) and chloride-ion penetration without much change in the total porosity and thereby reduces the
permeablity. The important physical and chemical properties of GGBS are shown in Table 2.8 and Table 2.9
Table 2.8 Physical and chemical properties of GGBS
Sl.
No.
Description Value
1 Physical state Hazardous
2 Appearance Very fine powder
3 Particle size 25 microns-mean
4 Color Grey
5 Odour Odourless
6 Specific Gravity 2.3
International Journal of Latest Research in Engineering and Technology (IJLRET)
ISSN: 2454-5031
www.ijlret.com || Volume 03 - Issue 12 || December 2017 || PP. 41-54
www.ijlret.com 46 | Page
Table 2.9Chemical Properties of GGBS
Sl. No. Chemical analysis Value of
percentage
1 SiO2 34.35-35.04
2 Al2O3 11.80-15.26
3 Fe2O3 0.29-1.40
4 TiO2 0.42
5 CaO 36.80-41.40
6 MgO 6.13-9.10
7 Na2O 0.34
8 K2O 0.39
9 P2O5 <0.10
10 MnO 0.43
11 SO3 0.05-2.43
Super plasticizers
The super plasticizers are extensively used in HPCs with very low water cementitious material ratios.
In addition to deflocculation of cement grains and increase in the fluidity, the other phenomena that are likely to
be present are the following. The main objectives for using super plasticizers are the following.
To produce highly dense concrete to ensure very low permeability with adequate resistance to
freezing-hawing.
To minimize the effect of heat of hydration by lowering the cement content.
To produce concrete with low air content and high workability to ensure high bond strength.
To lower the water-cement ratio in order to keep the effect of creep and shrinkage to a minimum.
To produce concrete of lowest possible porosity to protect it against external attacks.
To keep alkali content low enough for protection against alkali-aggregate reaction and to keep
sulphate and chloride contents as low as possible for prevention of reinforcement corrosion.
To produce pumpable yet non-segregating type concrete.
To overcome the problems of reduced workability in fibre reinforce concrete and shotcrete.
To provide high degree of workability to the concretes having mineral additives with very low
water-cementitious material ratios.
To produce highly ductile and acid resistant polymer (acrylic latex) concrete with adequate
workability and strength.
2.2. Slump Test On Concrete Procedure
The internal surface of the slump moulded is thoroughly cleaned.
The moulded is placed on a smooth, horizontal and non-absorbent, such as a carefully leveled
metal plate.
A concrete mix of 1:2:4 is prepared with an initial water-cement ratio of 0.5.
The mould is filled with freshly prepared concrete in three layers, each layer is approximately one
third of the height of the mould. Each layer is given with 25 uniformly distributed strokes over
the entire area with the round end of the damping rod.
The top surface of the concrete is leveled with trowel in leveled with the top of the mould.
Immediately the mould is slowly raised vertically.
The slump which is the difference in height in mm between the top of the mould and the highest
point on the subsided concrete is measured.
The above procedure is repeated for different water-cement ratio , and the corresponding slump
are measured and recorded. Table 2.10 presents slump test results.
Table 2.10 Slump values for various water-cement ratios
Sl.
No.
Water cement ratio Slump value
(mm)
1 0.50 0
2 0.55 0
3 0.60 25
4 0.65 50
International Journal of Latest Research in Engineering and Technology (IJLRET)
ISSN: 2454-5031
www.ijlret.com || Volume 03 - Issue 12 || December 2017 || PP. 41-54
www.ijlret.com 47 | Page
2.3. Slump Test on GGBS Replaced Concrete Procedure
The internal surface of the slump moulded is thoroughly cleaned.
The moulded is placed on a smooth, horizontal and non-absorbent, such as a carefully leveled
metal plate.A concrete mix of 1:2:3 is prepared with an initial water-cement ratio of 0.4
The mould is filled with freshly prepared concrete in three layers, each layer is approximately one
third of the height of the mould. Each layer is given with 25 uniformly distributed strokes over
the entire area with the round end of the damping rod.
The top surface of the concrete is leveled with trowel in leveled with the top of the mould.
Immediately the mould is slowly raised vertically.
The slump which is the difference in height in mm between the top of the mould and the highest
point on the subsided concrete is measured.
The above procedure is repeated for different water-cement ratio, and the corresponding slump
are measured and recorded in table 2.11.
Table 2.11The slump values for various water-cement ratios
Sl. No. Ratio concrete Required slump value
(mm)
Actual slump value
for (B223)
(mm)
Actual slump value
for (ACE30IT)
(mm)
1 70:30 120 110 115
2 50:50 120 120 115
3 30:70 120 110 110
2.4. Casting and Compression Test on Cement Concrete Cubes
Casting of Concrete Cubes
The required quantity of cement, sand and coarse aggregate of 20mm size is taken for concrete mix
1:2:3
Cement and sand is mixed to form dry mortor then coarse aggregate is mixed with this dry mortor.
Required quantity of water is added and mixed thoroughly to get a uniform colour.
Oil is applied to the inner surface of the mould and wet concrete is placed inside the mould in three
layers and compacter well top surface is leveled.
After 24 hours the concrete cube is removed from the mould and is immersed in water for curing.
Testing of Concrete Cubes
At the end of curing period, the cubes are taken out from the water and is wiped with cloth or
waste cotton.The dimensions of the compression faces of the cubes is measured.
The cubes is placed in the compression testing machine and the load is applied gradually over the
cube.
The load at which the needle gets back is noted as ultimate or crushing load.
Table 2.12 presents compressive strength of normal concrete. Compressive strengths of partial replacement by
GGBS after 7 days, 14 days and 28 days curing are presented in Tables 2.13 - 2.14 respectively.
Table 2.12Compressive strength of standard concrete
Sl. No. No. of curing
days
Number of
specimen
Initial crack
load
(kN)
Ultimate load
(kN)
Ultimate compressive
strength
(N/mm2)
1 7 3 13500 392300 17.43
2 14 3 17500 522000 23.25
3 28 3 44200 818500 36.40
International Journal of Latest Research in Engineering and Technology (IJLRET)
ISSN: 2454-5031
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www.ijlret.com 48 | Page
Table 2.13 Compressive strength of 30% partial replacement by GGBS withB233
Table 2.14 Compressive strength of 50% partial replacement by GGBS with B233
Table 2.15 Compressive strength of 70% partial replacement by GGBS with B233
Table 2.16 Compressive strength of 30% partial replacement by GGBS withACE30IT
Table 2.17 Compressive strength of 50% partial replacement by GGBS withACE30IT
Sl.
No.
No of days
of curing
Number of
specimen
Initial crack load
(kN)
Ultimate load
(kN)
Ultimate compressive
strength
(N/mm2)
1 7 3 24000 709500 31.53
2 14 3 30500 745500 37.64
3 28 3 40800 1091500 48.54
Sl.
No.
No of days of
curing
Number of
specimen
Initial crack
load
(kN)
Ultimate load
(kN)
Ultimate compressive
strength
(N/mm2)
1 7 3 27000 513000 22.96
2 14 3 24500 643600 28.63
3 28 3 35000 885000 39.38
Sl.
No.
No of days of
curing
Number of
specimen
Initial crack
load
(kN)
Ultimate load
(kN)
Ultimate compressive
strength
(N/mm2)
1 7 3 19500 534000 23.75
2 14 3 20300 565000 25.41
3 28 3 42000 1111300 49.41
Sl.
No.
No of days of
curing
Number of
specimen
Initial crack
load
(kN)
Ultimate load
(kN)
Ultimate compressive
strength
(N/mm2)
1 7 3 22000 584000 26.00
2 14 3 21500 595000 26.45
3 28 3 20800 584300 26.00
Sl.
No.
No of days of
curing
Number of
specimen
Initial crack
load
(kN)
Ultimate load
(kN)
Ultimate compressive
strength
(N/mm2)
1 7 3 18300 503300 22.38
2 14 3 22500 614000 27.32
3 28 3 13800 503000 22.38
International Journal of Latest Research in Engineering and Technology (IJLRET)
ISSN: 2454-5031
www.ijlret.com || Volume 03 - Issue 12 || December 2017 || PP. 41-54
www.ijlret.com 49 | Page
17.43
23.25
36.4
0
5
10
15
20
25
30
35
40
7 Days 14 Days 28 Days
No of days of curing
Co
mp
ress
ive
stre
ngt
h
N/m
m2
Table 2.18 Compressive strength of 70% partial replacement by GGBS with ACE30IT
3. Result, Discussion and Conclusion 3.1 Test results of hardened concrete
Compression Test
Compressive strength test of conventional concrete and GGBS for 7, 14 and 28 days are shown in Tables 3.1-
3.7 and in bar charts in Figures 3.1- 3.9
Table 3.1 Compressive strength of standard concrete
Sl. No. No of curing days Number of
specimen
Initial crack
load
(kN)
Ultimate load
(kN)
Ultimate compressive
strength
(N/mm2) 1 7 3 13500 392300 17.43
2 14 3 17500 522000 23.25
3 28 3 44200 818500 36.40
Fig 3.1 Compressive strength of standard concrete
Table 3.2 Compressive strength of 30% partial replacement by GGBS with B233
Sl.
No.
No of days of
curing
Number of
specimen
Initial crack
load
(kN)
Ultimate load
(kN)
Ultimate compressive
strength
(N/mm2)
1 7 3 19500 516000 22.96
2 14 3 21000 578500 25.72
3 28 3 19200 516000 22.96
Sl.
No.
No of days of
curing
Number of
specimen
Initial crack
load
(kN)
Ultimate load
(kN)
Ultimate compressive
strength
(N/mm2)
1 7 3 24000 709500 31.53
2 14 3 30500 745500 37.64
3 28 3 40800 1091500 48.54
International Journal of Latest Research in Engineering and Technology (IJLRET)
ISSN: 2454-5031
www.ijlret.com || Volume 03 - Issue 12 || December 2017 || PP. 41-54
www.ijlret.com 50 | Page
0
5
10
15
20
25
30
35
40
45
7 days 14 days 28 days
Standard cubes
50% of cubes
No of days of curing
Co
mp
ress
ive
stre
ngt
h N
/mm
2
0
10
20
30
40
50
60
7 days 14 days 28 days
Standard cube
30% of cubes
No of days of curing
Co
mp
ress
ive
stre
ngt
h
N/m
m2
Fig 3.2 Compressive strength of 30% partial replacement by GGBSwith B233
Table 3.3 Compressive strength of 50% partial replacement by GGBS with B233
Fig 3.3 Compressive strength of 50% partial replacement by GGBS with B233
`Sl.
No.
No of days of
curing
Number of
specimen
Initial crack
load
(kN)
Ultimate load
(kN)
Ultimate compressive
strength
(N/mm2)
1 7 3 27000 513000 22.96
2 14 3 24500 643600 28.63
3 28 3 35000 885000 39.38
s
International Journal of Latest Research in Engineering and Technology (IJLRET)
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Table 3.4 Compressive strength of 70% partial replacement by GGBS with B233
Fig3.4 Compressive strength of 70% partial replacement by GGBSwith B233
Table 3.5 Compressive strength of 30% partial replacement by GGBS withACE30IT
Fig3.5 Compressive strength of 30% partial replacement by GGBS with ACE30IT
0
10
20
30
40
50
60
7 days 14 days 28 days
Standard cubes
70% of cubes
No of days of curing
Co
mp
ress
ive
stre
ngt
h
N/m
m2
0
5
10
15
20
25
30
35
40
7 days 14 days 28 days
Standard cubes
30% of cubes
No of days of curing
Co
mp
ress
ive
stre
ngt
h
N/m
m2
Sl.
No.
No of days of
curing
Number of
specimen
Initial crack
load
(kN)
Ultimate load
(kN)
Ultimate compressive
strength
(N/mm2)
1 7 3 19500 534000 23.75
2 14 3 20300 565000 25.41
3 28 3 42000 1111300 49.41
Sl.
No.
No of days of
curing
Number of
specimen
Initial crack
load
(kN)
Ultimate load
(kN)
Ultimate compressive
strength
(N/mm2)
1 7 3 22000 584000 26.00
2 14 3 21500 595000 26.45
3 28 3 20800 584300 26.00
International Journal of Latest Research in Engineering and Technology (IJLRET)
ISSN: 2454-5031
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0
5
10
15
20
25
30
35
40
7 days 14 days 28 days
Standard cubes
70% of cubes
No of days of curing
Co
mp
ress
ive
stre
ngt
h
N/m
m2
Table 3.6 Compressive strength of 50% partial replacement by GGBS with ACE30IT
Fig 3.6 Compressive strength of 50% partial replacement by GGBS with ACE30IT
Table 3.7 Compressive strength of 70% partial replacement by GGBS with ACE30IT
Fig3.7 Compressive strength of 70% partial replacement by GGBS withACE30IT
0
5
10
15
20
25
30
35
40
7 days 14 days 28 days
Standard cubes
50% of cubes
No of days of curing
Co
mp
ress
ive
stre
ngt
h N
/mm
2Sl.
No.
No of days of
curing
Number of
specimen
Initial crack
load
(kN)
Ultimate load
(kN)
Ultimate compressive
strength
(N/mm2)
1 7 3 18300 503300 22.38
2 14 3 22500 614000 27.32
3 28 3 13800 503000 22.38
Sl.
No.
No of days of
curing
Number of
specimen
Initial crack
load
(kN)
Ultimate load
(kN)
Ultimate compressive
strength
(N/mm2)
1 7 3 19500 516000 22.96
2 14 3 21000 578500 25.72
3 28 3 19200 516000 22.96
International Journal of Latest Research in Engineering and Technology (IJLRET)
ISSN: 2454-5031
www.ijlret.com || Volume 03 - Issue 12 || December 2017 || PP. 41-54
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Fig3.8 Compressive strength of normal, 30, 50 and 70 % partial replacement by GGBS with B233
Fig 3.9 Compressive strength of normal, 30, 50 and 70 % partial replacement by GGBS with ACE30IT
3.2 Discussion
As per IS-456 2000, the compressive strength of M40 standard concrete after 28 days is 40 N/mm2. In
the present study the compression strength for 28 days is 36.40 N/mm2. Therefore the design can be
acceptable.
From the results presented in Tables 3.1, 3.2, 3.3, 3.4, 3.5, 3.6, and 3.7 and in Figures 3.1, 3.2, 3.3, 3.4,
3.5, 3.6, 3.7, 3.8, and 3.9, it can be seen that the concrete with 30% replacement of cement by Ground
Granulated Blast Furnace Slag uniformly produce higher compressive strengths at 7 days, 14 days and
28 days compared to other replacements. Therefore, it can be concluded that 30% replacement of
cement by Ground Granulated Blast Furnace Slag s safe and acceptable.
In order to prepare 1 m3 of cement concrete of 1:2:3, 6.4 bags (320 kg) of cement is needed, as per IS –
456: 2000. The present study recommends that 10% of cement can be replaced by Ground Granulated
Blast Furnace Slag without losing the required strength of the concrete. Therefore, 32 kg of cement can
be saved whose market value is Rs.200/- approximated. This will lead to a savings of 10% cost on
concrete making, which is quite high in the present context of construction.
Furthermore, the present study also indicated that the workability as well as the durability of the GGBS
mixed concrete are increased, which are good for the construction. The environmental pollution,
otherwise will be created by the disposal of ground granulated blast furnace slag can be avoided.The
study undertaken here brought out the advantage of replacing cement by the Ground Granulated Blast
Furnace Slag e tune of 30%.
0
10
20
30
40
50
60
7 days 14 days 28 days
Standard cubes
30% of cubes
50% of cubes
70% of cubes
No of days of curing
Com
pre
ssiv
e st
rength
N/m
m2
0
5
10
15
20
25
30
35
40
7 days 14 days 28 days
Standard cubes
30% of cubes
50% of cubes
70% of cubes
No of days of curing
Com
pre
ssiv
e st
rength
N/m
m2
International Journal of Latest Research in Engineering and Technology (IJLRET)
ISSN: 2454-5031
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3.3 Conclusions
At all the cement replacement levels of Ground Granulated Blast Furnace Slag, there is a gradual
increase in compressive strength from 3 days to 7 days. However, there is a significant increase in
compressive strength from 7 days to 28 days followed by gradual increase from 7 days to 28 days.
At the initial ages, with the increase in the percentage replacement of both Ground Granulated Blast
Furnace Slag, the flexural strength of Ground Granulated Blast Furnace Slag concrete is found to
decrease gradually till 30% replacement. However, as the age advances, there is a significant decrease
in the flexural strength of Ground Granulated Blast Furnace Slag concrete.
The technical and economic advantages of incorporating Ground Granulated Blast Furnace Slag in
concrete should be exploited by the construction and rice industries, more so for the rice growing
nations of Asia.
References [1]. De Belie N., Verselder H.J., De Blaere B., Van Nieuwenburg D. and Verschoore R. (1996). “Influence
of the cement type on the resistance of concrete to feed acids”. Cement andConcrete Research, 26 (11),
1717-1725.
[2]. De Belie N., Lenehan JJ, Braam C.R., Svennerstedt B, Richardson M. and Sonck B. (2000).
“Durability of Building Materials and Components in the Agricultural Environment, Part III: Concrete
Structures”. Journal of Agricultural Engineering Research, 76, 3-16. Ecocem.
[3]. Ganesh Babu, K. and Sree Rama Kumar, V. (2000).“Efficiency of GGBS in concrete”.
[4]. Gao, J. M., Qian, C. X., Liu, B. and Wang, L. L. (2005). “ITZ microstructure of concrete ontaining
GGBS”.Cement and Concrete Research, 35 (7), 1299-1304.
[5]. Barnett S.J., Soutsos (2006), “Strength development of mortars containing ground granulated blast-
furnace slag: Effect of curing temperature and determination of apparent activation energies”. Cement
and Concrete Research, 36 (3), 434-440.
[6]. Binici, H. and Aksoğan, O. (2006). “Sulfate resistance of plain and blended cement”. Cement and
Concrete Composites, 28 (1), 39-46.
BS 4551: 2000. Methods of testing mortars.
BS EN 1925:1999. Determination of water absorption by capillarity.
BS EN 206-1:2000 Concrete. Specification, performance, production and conformity